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Specifications
HEUEiVE,0 152.60oi Ate. MAY 182016 CITY OF TIGA D Structural Engineers CT ENGINEERING BUILDING DIVISION I�I I g Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace o PRO. i Plan 19 _6 - •- • , 60 Elevation B s Tigard, OR AU,.(REG f11102t„s 2T2,Vx ) Design Criteria: 2012 IBC (ORSC, OSSC) 11/04/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note- Dual reference for Plan 19 also includes Plan 5019) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10 "equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# 14301: Plan 5019 ABD ROOF Roofing - 3.5 psf Roofing -future 0.0 psf 518" plywood (O.S.B.) 2.2 psf Trusses at 24" o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 112"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 9.-0. TO FACE OF G.T. • m NIF 2)2x10 HDF 6 412HDP4HDR jii.\44\41 RBa201_11c :aT 1 tic:1,—i! Im 19 €1 •\ E 59.1 `, ,' S9.1 t \ ♦Li •,,,, , • ,,, _.__, , . Er. 3i___, ....,/ ii I ` 4x30 Y t 9 I e IACCEZS; 1 I ---.,EE \ I 1191, \ 1 1: e'ii .i ♦ ♦ II \ \ 1 t r la ',...; i I 1 `'/ L_-1 59.1 ' ` ri— i , y U 1 1 j 0 \\\ 11 59.1 I= �./ N `\1 ICD L B / :1. .N / ti H\ Im 59.1 , ` 1E \\ Iii y/ N , 3 ^\ N / II \ r 9 1i l 1 I 1 1 \ A_ _ — I 59.1 /�......'..:`\ •`•59.1 ' ,�' \\\ 1 O J /-. ,/ \. j`�♦ `\ 111. /)' //' 59.1 /' 'GT f' I-`.u1 ♦_• \ u _ u A /u G.T.0 u,'/ Y Oyu I I ,/ I \\ I ♦\ I I 1/11.7',//' 1 ,, 1._ / ,1 .I \I I, I. / I 'SIM. 1 ♦ RB:1 I ''I �-- /' {{ 1 i /,/' 1 \\\ NI .(3,2x;HDR . , © ' �� /.' diElb 1 • •.ice,` _ ®_ 1 ''\•moi_\\` J ,-• �','/ / / 1 1 ,1 • I �� 1 ,' MIN.HDR MIN.HDR MIN.HDR MIN.HDR MI HDR •\t • I 97 I,' ' T.-•� ' • •-• :-1-•�• I ___- . �' GABLE TEND TRUSS I GABLE E D TRUSS II ----�T J. r'--4�� 16 I J 1 16 59.t T1 S9t ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 19B ROOF FRAMING PLAN 1/4'=1•-0' Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 1:59PM, 20 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw.Calculations Description 5019B- ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined III RBB1 RBB2 RBB3 RBB4 RBB5 Timber Section 3-2x8 2-2x8 4x12 6x12 4x12 Beam Width in 4.500 3.000 3.500 5.500 3.500 Beam Depth in 7.250 7.250 11.250 11.500 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.1 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 1,350.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 170.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data III Span ft 5.00 2.50 6.00 7.50 7.50 Dead Load #/ft 360.00 360.00 60.00 330.00 Live Load #/ft 600.00 600.00 100.00 550.00 Dead Load #/ft 285.00 300.00 Live Load #/ft 475.00 500.00 Start ft 3.000 3.000 End ft 6.000 7.500 Point#1 DL lbs 1,080.00 2,211.00 LL lbs 1,800.00 3,686.00 @ X ft 3.000 3.000 Results Ratio= 0.7186 0.2919 0.8609 0.9522 0.8834it Mmax @ Center in-k 36.00 9.00 72.36 179.22 74.25 @ X= ft 2.50 1.25 3.00 3.00 3.75 fb:Actual psi 913.2 342.4 980.1 1,478.3 1,005.7 Fb:Allowable psi 1,270.8 1,173.0 1,138.5 1,552.5 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 83.9 43.0 92.9 120.2 94.5 Fv:Allowable psi 172.5 172.5 207.0 195.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions II @ Left End DL lbs 900.00 450.00 753.75 1,956.60 1,237.50 LL lbs 1,500.00 750.00 1,256.25 3,261.60 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 2,010.00 5,218.20 3,300.00 @ Right End DL lbs 900.00 450.00 1,181.25 2,054.40 1,237.50 LL lbs 1,500.00 750.00 1,968.75 3,424.40 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 3,150.00 5,478.80 3,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.027 -0.003 -0.019 -0.045 -0.035 LJDefl Ratio 2,201.8 11,743.2 3,808.1 2,006.1 2,545.5 Center LL Defl in -0.045 -0.004 -0.032 -0.075 -0.059 L/Defl Ratio 1,321.1 7,045.9 2,284.8 1,203.5 1,527.3 Center Total Defl in -0.073 -0.007 -0.050 -0.120 -0.094 Location ft 2.500 1.250 3.072 3.660 3.750 L/Defl Ratio 825.7 4,403.7 1,428.0 752.2 954.6 mm _ m r -L--•--L•---•L.P2(12...y122-'— ---'--L-471.1, T, 6x6 FB1 1.—t-6X6 L'-,'o d 4 O - N O 2x LEDGER ,T An SiHD14RJ ® ABOVE AI STH014RJ 4X12 HDR 01 IV 4x �i' � r �®� STHDI4RJ - �-1 4 x114 RIr4 Al LVL ORS -...1 �`; ; CT Aa ' r_ -1 III y I, ABOVE - III 41 1 111 B . 11� I 1 i , [ .1 1 11 8 Poo !1 ! 51.2 5THD14RJ J ® GT AROVFt4RJ i ,, fIXI� 1 R ; FD i /BD ,� �-^---� ,_,_--- ' / STHDI4RJ y :. . I " ' sTHD14R o i 1 11 111:• ill oi. SEARING '.LL. 'j I I �i . N GT 59.0 1-1-11 I cc c. I I I= 0 Alk II I I ,N® ®' A I N S1.2 © 2 SIM. _ 0 3 I I01 6Y 24 B FB 6Y124 CLB FB I BEARING WALL 59.0 4 � 4Z FB13 I r FB'1 1 I i --- 1i SY1x16 BIC BEAM B TSz 2pc,B HDR •'� ,�. - } IIS-F-•*--�I -I+-.0.4. -Z, •ter I -1fI( • 4; F B 10 1 X 1.3 , ., E I.--+,--Lr11 J I ' OPEN,, STAIR �T,LOAD I S1HD14R, I AMINO (1'>6q) Nt + P6 FIXTLRES I GT FB= ABOVE I0 I 1 . I I 2x LEDGER 4p I _ I BEARR •WALL �' - =, I N z -_ I I HDl�B HDU kcc tg - ---- - -- -1.- L- CO Ji 1 SO I 59.0 w o `` ��� vFT LOAD o ADD 2x1C TV ELKG "+2x4 FRAMING I I LJ u GTJB F.13 I.1u (E20#, a- ®+76"A.F.F. _J AT 24-O.C. OPEN TO BELOW I N® GT ABOVE © I I I 0) GT ABOVE f- GT FB I I I PT.LOAD 1 ® ' xIQH '2)?xWR_HR x ii�0.q,0 ! P1 LOAD .-PT.LDAD (12000) • .4 = GT ABcc�F35B Oa (1200#) VE 4- GTA VE )X16 BIG BEAM -IDR © ' ,r ,2 2x OHDR (,2)2x10HDR (')2x1CHDR (2)2x1OHDR I�1 Y F B V B 4 'I• NNW .III •, mor I �I , L•.\\5 114 2 �CER �THDi4RJ L.J�__ b1�...1.L.J-L� ,.1L.J1.j IIIA' /,� ' ♦I .. ',-,,'• !- �1► STHD14Qm, ST,-ID14LL F , l , LI-2n 2X L R ®�BEARING WALL ABOVE 2X LED ER .. l - . O O ARINo WALL ABOVE (70 PLF) it A� I �\ N (1'0 PLF) 1 • • \ p a I ' ALL BEAMS/HDRS NOT LABELED ARE71- — — 'SIM' IN DESIGN TO BEAMS/HDRS r�.) r8 r4\___:— —7)787HDR -- -4z6 HDR—' = y WHICH ARE LABELED � 3- 'T4x8H R 'T'-. II6x6 mm 6z6 6x6 I %VW 646 GABLE END TRUSS 6x6 UPPER FLOOR FRAMING PLAN & Plan 1 9B LOWER FLOOR SHEAR PLAN 1/4'=1'-0- Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw Calculations Description 5019ABD- UPPER FLOOR FRAMING (1 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ill FB1 FB2A FB2B FB2D FB3 FB4 FB5B Timber Section 6x12 4x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 5.500 3.500 3.500 3.000 3.000 3.000 3.000 Beam Depth in 11.500 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data 11 Span ft 19.00 8.50 10.25 6.50 4.00 5.00 3.00 Dead Load #/ft 75.00 83.00 90.00 60.00 176.00 160.00 225.00 Live Load #/ft 125.00 138.00 150.00 100.00 470.00 127.00 555.00 Point#1 DL lbs 461.00 LL lbs 769.00 @ X ft 2.750 Results Ratio= 0.5754 0.5806 0.9168 0.3289 0.5784 0.3491 0.4040 Mmax @ Center in-k 108.30 23.95 37.82 10.14 15.50 10.76 12.46 @ X= ft 9.50 4.25 5.12 3.25 2.00 2.50 1.63 fb:Actual psi 893.3 781.1 1,233.6 385.8 589.9 409.5 473.9 Fb:Allowable psi 1,552.5 1,345.5 1,345.5 1,173.0 1,020.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 40.7 48.0 64.6 29.3 62.7 37.6 55.5 Fv:Allowable psi 195.5 207.0 207.0 172.5 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 375.92 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 896.58 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 1,272.50 @ Right End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 760.08 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 1,537.42 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 2,297.50 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.197 -0.055 -0.126 -0.019 -0.008 -0.018 -0.004 UDefl Ratio 1,156.3 1,860.8 978.6 4,008.8 5,864.3 3,302.8 8,548.3 Center LL Defl in -0.329 -0.091 -0.209 -0.032 -0.022 -0.014 -0.010 UDefl Ratio 693.8 1,119.2 587.2 2,405.3 2,196.0 4,161.0 3,724.1 Center Total Defl in -0.526 -0.146 -0.335 -0.052 -0.030 -0.033 -0.014 Location ft 9.500 4.250 5.125 3.250 2.000 2.500 1.536 UDefl Ratio 433.6 698.8 367.0 1,503.3 1,597.7 1,841.3 2,594.0 Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:13PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calculations Description 5019ABD- UPPER FLOOR FRAMING (2 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB5D FB6A/FB6D*** FB6B*** FB7* FB8 FB9** FB10*** Timber Section 5.125x24 Pr11m:5.25x16.0 Prilm:5.25x16.0 LVL:3.500x11.875 4x12 4x8 Prtlm:5.25x16.0 Beam Width in 5.500 5.500 5.500 3.500 3.500 3.500 5.500 Beam Depth in 24.000 16.000 16.000 11.875 11.250 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir,24F- Truss Joist- Truss Joist- Truss Joist- Douglas Fir- Douglas Fir- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Larch,No.2 Larch,No.2 MacMillan, Fb-Basic Allow psi 2,400.0 2,900.0 2,900.0 2,600.0 900.0 900.0 2,900.0 Fv-Basic Allow psi 240.0 290.0 290.0 285.0 180.0 180.0 290.0 Elastic Modulus ksi 1,800.0 2,000.0 2,000.0 1,900.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 1.000 Member Type GluLam Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data111 Span ft 12.00 16.00 16.00 8.00 4.00 9.00 14.50 Dead Load #/ft 188.00 315.00 180.00 248.00 180.00 38.00 311.00 Live Load #/ft 489.00 555.00 480.00 600.00 480.00 100.00 830.00 Point#1 DL lbs 90.00 450.00 2,054.00 2,498.00 LL lbs 150.00 750.00 3,424.00 4,163.00 @ X ft 1.000 0.500 1.500 1.250 Point#2 DL lbs 180.00 450.00 450.00 LL lbs 300.00 750.00 750.00 @ X ft 4.500 15.500 3.000 Point#3 DL lbs 180.00 1,475.00 LL lbs 300.00 2,458.00 @ X ft 7.500 5.750 Point#4 DL lbs 90.00 LL lbs 150.00 @ X ft 11.000 Results Ratio= 0.1322 0.4269 0.3330 0.9784 0.9777 0.4674 0.5288 1 Mmax @ Center in-k 175.03 334.08 260.64 206.38 82.18 16.77 359.84 @ X= ft 6.00 8.00 8.00 3.55 1.25 4.50 7.25 fb:Actual psi 331.5 1,423.6 1,110.7 2,508.9 1,113.2 546.8 1,533.4 Fb:Allowable psi 2,704.2 3,335.0 3,335.0 2,990.0 1,138.5 1,170.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.5 99.7 75.6 320.7 201.4 32.0 116.2 Fv:Allowable psi 276.0 333.5 333.5 327.8 207.0 180.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r @ Left End DL lbs 1,398.00 2,520.00 1,890.00 3,356.97 2,077.37 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 6,342.06 3,822.06 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 9,699.03 5,899.44 621.00 8,272.25 @ Right End DL lbs 1,398.00 2,520.00 1,890.00 2,606.03 1,140.62 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 5,089.94 2,260.94 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 7,695.97 3,401.56 621.00 8,272.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.010 -0.124 -0.074 -0.077 -0.009 -0.032 -0.082 L/Defl Ratio 14,801.5 1,552.1 2,594.7 1,250.0 5,523.6 3,423.9 2,112.1 Center LL Defl in -0.023 -0.218 -0.194 -0.147 -0.016 -0.083 -0.220 L/Defl Ratio 6,153.7 880.9 989.6 655.1 2,994.0 1,301.1 791.4 Center Total Defl in -0.033 -0.342 -0.268 -0.223 -0.025 -0.115 -0.302 Location ft 6.000 8.000 8.000 3.936 1.856 4.500 7.250 L/Defl Ratio 4,346.6 562.0 716.4 429.9 1,941.7 942.8 575.7 *An equal sized 'RigidLam' **A GT may be used in ***An equal sized 'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 3:31 PM, 23 FEB 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software plan 19 abd.ecw:Calculations Description 5019ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 FB11 FB12A FB13 Timber Section 6.75x24 6.75x24 6.75x24 Beam Width in 6.750 6.750 6.750 Beam Depth in 24.000 24.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.150 1.000 Member Type GluLam GluLam GluLam Repetitive Status No No No Center Span Data i Span ft 20.50 20.00 9.25 Dead Load #/ft 360.00 656.00 180.00 Live Load #/ft 960.00 1,135.00 480.00 Dead Load #/ft -465.00 Live Load #Ift -625.00 Start ft 3.000 End ft 17.000 Point#1 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 3.000 Point#2 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 17.000 Results Ratio= 0.5880 0.4263 0.0669 11 Mmax @ Center in-k 832.09 695.47 84.71 @ X= ft 10.25 10.00 4.62 fb:Actual psi 1,284.1 1,073.3 130.7 Fb:Allowable psi 2,183.7 2,517.5 2,364.6 Bending OK Bending OK Bending OK fv:Actual psi 101.2 117.6 16.1 Fv:Allowable psi 240.0 276.0 240.0 Shear OK Shear OK Shear OK Reactions II @ Left End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 @ Right End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.102 -0.102 -0.002 UDefl Ratio 2,407.0 2,346.9 52,401.2 Center LL Defl in -0.273 -0.216 -0.006 UDefl Ratio 902.6 1,113.0 19,650.4 Center Total Defl in -0.375 -0.318 -0.008 Location ft 10.250 10.000 4.625 UDefl Ratio 656.5 755.0 14,291.2 50'-0' 3'-8' 11-5}1 • 10'-27/8" 21'-4Jg" .06'-11)1' Ur Ilirk NIP I 1 -2 r4 )SI r ., r\ If -1_ jr / 4' LL- 6x6T r THICKENED , 6x6 SLAB EDGE lH' 5'-0" 1 3Ii" CONC. $ PATIO SLAB - ilk CI g -D-7 iD s1Ho14RJ `" P4 ��� 1HD14RJ 5THD14RJ -1-2 ,�� P4 a ♦ �I I � l Ei W . I ��1I�.I ��� l� STH0;4R. _® �... :..' 1.-113`1...... I II u 18'50.X10--DEEP _i ®e W/(2) . .. •o _ ► FTG: /4 BOTT 4 _ EW SThID14RJ P -u . I 1 (T 4x4 POU.NSTO) 1• , ♦ ♦ ri _. I' --- — — — -----+-'t--I---� .. STHD 4RJ n I I L�1: LTJ ► I-1'-31h'I ©I I I T.O.S. a` r i� I up FINISHED FLOOR 9111014RJ 7. I r AT+0.-0" I 0 ", I SLOPE 111'i" I I Y--g'... I 1-- 4. :. 5'-r.. Avi7 I• i. .. I • 1 1\ 11 1 FlXTURE I —— — — — —+ i— 1 ABOVE L•-1: L•1 314"CONC. 1 t T .1-11314' PATIO SLAB • ® 1 _ =I i O P6 i a, YI I _ I 9"RFPI-20 AT 16 I 0 a I 0.0 TYP.U_N 0. 1 rl-1 _rte __ __ FA 1 19 1 3650.x10" L:- (4)2 'j— ACC s 156.DYWr--- , /L / RIGiOLAM73ucI I- I r (�---� ---J— x6 1_ ;.• (5)226 (4)2x6 I C. I, Y i © 14'-6)1' , i 5.-8,4 iV}• 3•`104" 6.-0 4l__T-.� 7--4y" I 13......1. L r r J 1 L (-. 1 r�-i I I VARIES: MIN. SAiD14RJ I a 3'FROM TOP • 78'x24' o STEM WALL " SPACE CRAWL I I o I ACCESS i 1 eill 3r CONC. SIM ti., ._._ _. I SLAB P8 - }i._ __ RIGIDLAM VL.1 �, • ... .-. 1. OVER 4"FREE 4 PLNY WALL I DRAINAGE MATERIAL L�� --•- __-- -1 r1. .,. RIGID[.AVL M L1�' w OVER COMPACTED ' { T } -- i I 1 11 FILL I_„3/4.1_,... I ..HDUB , LJ 1 0 , +U: VERIFY GARAGE , W, -Syz ® lb1 ,I 20 SLAB HEIGHT ♦I ®' .. .. I I. D2 WITH GRADING PLAN -- - � - II-i-1.. -. L. ,k,.., IGiw LVL 13'_&__._.i 5 I it I L J I i --• ,. 1 31 SO.X10' L•1 , I ■ PFTGW/ ' t 7 1 (3 BjTT E.W. 0• 16 i 1 l� 56.0 ^� -� I J O'-3"-1 o I� OM 3x174 BLOCK OUT , I i r.i I I I -21 I 1,I L O STEM WALL TIT' 'T J F'—i-4T2166 @j2,761__., !I L------ -' ----J L J = I ��, 7 H T.D.S. L' STHD14 STHD14RJ m ®o m 1i ,;36. CON e 5TH014 ®� 18 5THD14 PORCH SLAB— 51.2 P3 1'-0Y8" 0 56.1 8'-10) , 20'-8' o O 0 THICKENED SLAB EDGE CL 15.' 1 6x6 11 6z6 0 �� I I 6+6 I N 6x6 ♦ ,,,,yy ♦ ♦ 7 . +8•i 10.-6�. .1• 6x6 8.-1"76 9-7Y4 I8 ,.2.-0,4-4. 16'-3- �8 .♦ I-0'-7Yi1 11'-104• 19'-1�' 50'-0' I Plan 19B FOUNDATION PLAN 1/4'=1'-0- ALL BEAMS/HDRS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 1:04PM, 24 NOV 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calculations Description 5019ABD- MAIN FLOOR FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r CB1 Timber Section 4x10 Beam Width in 3.500 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 6.50 Dead Load #/ft 184.00 Live Load #/ft 490.00 Results Ratio= 0.7924 Mmax @ Center in-k 42.71 @ X= ft 3.25 fb:Actual psi 855.8 Fb:Allowable psi 1,080.0 Bending OK fv:Actual psi 77.9 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 598.00 LL lbs 1,592.50 Max.DL+LL lbs 2,190.50 @ Right End DL lbs 598.00 LL lbs 1,592.50 Max.DL+LL lbs 2,190.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 3,898.4 Center LL Defl in -0.053 L/Defl Ratio 1,463.9 Center Total Defl in -0.073 Location ft 3.250 L/Defl Ratio 1,064.2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT# 14301: Plan 5019 ABD Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR Is= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.gov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS= Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1= F„* S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 SDS=2/3*Skis SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14301:Plan 5019 ABD SIDS= 0.78 h„ = 19.00 (ft) 5D1= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7-05(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDS/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<T I) 0.423 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T>T 0) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 SI)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,,„ = DIAPHR. Story Elevation Height AREA DL w, w, *h;k w, *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (soft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 19.00 19.00 2400 0.022 52.8 1003.2 0.60 6.02 6.02 2nd 9.00 10.00 10.00 2400 0.028 67.2 672.0 0.40 4.03 10.05 1st(base) 10.00 0.00 SUM= 120.0 1675.2 1.00 10.05 E=V= 14.35(LRFD) 0.7*E= 10.05(ASD) Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14301:Plan 5019 ABD N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 36.00 36.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 27.50 27.50 ft. -- -- Building Width= 50.0 50.3 ft. V ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30 A= 25.7 25.7 psf Figure 28.6-1 PS30 e= 17.6 17.6 psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 Ps30 0= 14.0 14.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 KZt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) N'KZt'I : 1 1 Ps=A*Kzt*I*Ps30= (Eq.28.6-1) PSA = 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pse = 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc = 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps 0= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf (LRFD) Pse and o average= 15.8 15.8 psf (LRFD) a= 5 5 Figure 28.6-1 2a= 10 10 width-2'2a= 30 30.25 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0.89 0,89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 :wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac A0 per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft) (sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 36.00 17.0 0 340 0 510 0 302,6 0 457.7 Roof - 19.00 19.00 4.5 90 0 135 0 90 0 121.2 0 17.2 15.5 18.19 18.19 16.52 16.52 2nd 9.00 10.00 10.00 9.5 190 0 285 0 190 0 287.4 0 7.6 7.6 10.70 28.89 10.75 27.26 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1550 AF= 1449 24.8 23.2 V(n-s)= 28.89 V(e-w)= 27.26 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14301:Plan 5019 ABD SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-VV) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-M Roof - 19.00 19.00 0.00 0.00 0.00 0.00 18.19 18.19 16.52 16.52 2nd 9.00 10.00 10.00 0.00 0.00 0.00 0.00 10.70 28.89 10.75 27.26 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 28.89 V(e-w)= 27.26 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9 10 10 18.19 18.19 16.52 16.52 10.91 10.91 9.91 9.91 2nd 10 0 0 10.70 28.89 10.75 27.26 6.42 17.33 6.45 16.36 1st(base) 0 0 0 V(n-s)= 28.89 V(e-w)= 27.26 V(n-s)= 17.33 V(e-w)= 16.36 kips(LRFD) kips(LRFD)_ kips(ASD) kips(ASD) Page 1 Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ^ B averton l�8ltrHiflOt3 Mi+�rauklte Lake Oswego " n a rN 0 R TwH Solis � y acing City j�D ham • `� SIT i Cc "API ERICA T latin cr-,../• fliairqUeSt`;, fit ,• data USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g SMS = 0.667 g SDS = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. NICER Response Spectrum Design Response Spectrum o.$ 1.10 0,20 0,2 0 72 ga 0.34 0.77 0.'S3: v 0.40 0,42 a 055 0.40 t 0.44 0.12 0 22 0:24 0.22 0.10 011 0.00 0.00 0.20 0.40 0.40 0.1110 1.00 1.20 1.40 1.00 1.00 2.00 0.00 0,20 0.40 0.00 0.00 1.00 1,20 1.40 1.0 1.00 2.00 Period,T(sat) P.r od,T(vac) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 AB 0 Roof Below • 50•-0• 11.-%. 38-6J1 ♦ 6-°.h- 5•-5• g•_77/9• 4•_l18• �'_9iZ•1•_6. 5'_5}1• 4•-11Y2 4•-11�Z- 5-3r1• ♦ I 1 6 0' 0 SL 2-6 4-0. B2a 3-0 0 SH s-o•-o F 3 o SH 82b .i .�. '.aa1 r • . l 65h 6 3, ` '[N 72•Tub x 36• 0 , TREY CEILING PER TRUSS DESIGN In oIn I jp a TUB+21PLATAFOR.F.M B I B1 0 " .FI Q 6-Oj4-0 A i ' 10 12 I 2 4 H } i I 1 r???ii.= L.`: 1 Master Bath [[��h�a�s�gt}e�y���jj���j��,�yy���xx��{,��.�� :.::•: iQJter:.iGtiJ?17V17.1. :'?:�::::.:i o Q .. ... n I: n 11'_7) N 4•-11}1- 1"-9 T-4/ 4•-1172. .. ....:. :.,}} __ S'-g' rIT----. i Bedroom 4 " y c\ I ny INSULATE FLOOR OVER SPACEUNHEATED I S do P - S SH S k P S k P i I w 122.'304 4 HCW t-4 H a 2-6 H W N o_ �, � 1 W.I.C. w.I.c. a n 1 = Q 2-8 H W Q Q u v N 1 a m w.I.c. o o AB �I0 �, e T- N / N o Nz1 i SdtP i S&P '' - ' a<11 60.03 . Laundry �_ 1 - • e . t u i SHOWER,.. I. w 2-6 HCW .... N2< # 1 �1 it < ` T I II 5 SH. 1 ALL BELOW -I r•—' 0o- ,.. n ?�"' (i ` Open to 0 1 u F Below -4--- N N FI 1t�� v_ Bedroom 2 -� I T<a 812F�D -6 HCW 4•-11}1- V S-Irl 5-6Y2 n V. Bath w Nva I ii -1I 2-4HCW 1 g ® ® ODN ;... , _ 1,,___, 1 ♦ I , •-el' LOW WALL AT+42"A.F.F. I I' 2-6 HCW I Hall 1 iQ a 1 a v OPEN RAIL --_ Bonus Room .14'-2A- 12.-0 -4 HCW Bedroom 3 `r INSULATEY l TE FLOOR Open to Below o Y1 12 OVER UNHEATED 1 1 I SPACE in AI WIC to O �, 5-0 2-6 F `— I 4' Sj1- 4'47'�• 'S&P i,. ,,,,,,,.,, Floor Below " �♦ ♦1,_,,,,„' I Floor Below o I o 4,....,".. I -- --i ; II �,1 �, N i I,,,,,,,,,,,,, „I �— 64a 3-0 o SH 3-0 o SH B4b Baa j-0*o SH 3-0 °F 3-0 o SH 63t? i I r T F I T t I • J T I l 4•1. J1Y4 I 3-5}2- j 3'-SYZ j 4•-Y4-- ---� , 6•-219• 3•_5}1• 6•_2) • I2._8. 15'_1 ^ 2•_g- 6'-10}1- \.-B L LJ� Roof Be ow I-1 \ 7-1 LJ LJ Ell Plan 19B UPPER FLOOR PLAN 1/4•=r-D” E_...2:4" Ag J 2 6- Fr Tv1=1; 11 Patio SD'-O 4 ♦ m 10311'-5Y2• I 103.-6)i'2� I . , 5'-6' -0)y I. 6'-3Y2" ...12•-OY4f' ' - - { � 5' ♦ B6a 4-0: 0 SH 8j 1 _ N B7a 4-0 0 SH B7b I 111111111Mt4L1 h I ' DW ' 1. a 01015 ,f 00 65 1 Den e ♦--..--- 1iook Kitchen to m Q N Ls, 0 Q 1 -:, Q 1 4 Shop - ---- Dowty —� L r 'alto 1, BOLLARD Nur\ '-t 2-6 HCW IIn 1 twqtuq I -- -- -- i 3-0 HCW Cu, SOFI:'IT DO L� ------- ---11 1 1 4- 1 LLN 1 a-'-▪ -#I Powder ' ---i "1 .. " 2'-0,4"I 10'-0. 4•-4'4 1 3'-4' '®.. ;., 2-8 MTL 1e , Y 1 WOOD TREAD INSUL o MAX RISER 8" -ti (ADD STEPS REVD BY GRADE) €CLOSET ` c N 1 • Dinin Room B" 3-Car Garage j 6-0;81`OLD f 1-1. g 0 WALL FINISH. 14"GMB Pantry 110•' — CEILING FINISH W TYPE'X'GWB a i 5 SHELVES —1- 01 FIRE-TAPE ALL GWB .-3h WRAP BEAMS BELOW CEILING LEVEL INSULATE FLOOR ABOVE. ♦ i �� 1 e o , `URN 11"11 �P ,43b,o %1 1 f" it I ~ �— • •• ° •• •• - — GUARD RAIL W/6'HIGH (0 FURNACE TO BE SIZED _— ,I 2x4 CURB AT BOTTOM- PER ORSC 61305.1.1 -• _ 1� �°1CN TOP AT+42 ABV.NOSING PLATFORM 0+18• , 3-9 2.-3" 2.-4h" c o ABOVE ADJACENT / O I? GARAGE SLAB /L_ I "1 o—--' I I a.„ I -� / 1-6 1x-0- 1 11011 N � 7 Stor. I I:rE1n:I I I -I h LJ_1_L.. 1 6.-k� SI do IP 1 "' UL APPROVED DIRECT-VENT 0 ♦ ♦ m g x 6 ' - /� 11 1 FIREPLACE.INSTALL PER MFR. .� O- B.7 11 v f ¢ Great Room D ;;;;I o 491 Y II I n PL S 12"TILE SURROUND W/ I I J AP ICABLE Entry 2r TRIM FRAM ..,=.1 N� PER SITE , CONDITIONS N O V Q � 4 a c .4 3 U Y O 2 2 � r 431 i o 1-0.6-0 F 1-00 6-0 F-- 1 'v • 15-0 8-0 SOH°N -� ._, ,_,_____, .. _._._.__ B10 Iirk I \j-18171... I' ,PO c1 , .I B12 3-D DISH 3-0 -0 f Floor1Aboa -O f 3-0 1 0 0H613 ` KO Floor{Above I ,, \ I - l l I, \I 10'-244 l t� 1O'-2�4 1'1Y2'-5 }}2.-5) 1\11k," 3'-8' . i 3•-5)4 ` 6_5- 1 3'-5h' i 3'-8- �} m 20'-5)4 i8.1102" ‘ 20'-8' - , in i 50'j 0 \ ` {' ; 0'; 1 0 {1 0 1 N 1 _. Plan 19B Nur ICY IV LOWER FLOOR PLAN 1/4"=1'-0' SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 6.02 kips Design Wind N-S V i= 10.91 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.02 kips Sum Wind N-S V I= 10.91 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Roan Line{ Usum OTM ROTM Unei Usum Usum (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 648 17.0 18.5 1.00 0.15 2.95 0.00 1.62 0.00 1.00 1.00 96 P6TN P6 173 14.62 11.68 0.18 0.18 26.52 14.15 0.76 0.76 0.76 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2 552 14.5 15.8 1.00 0.15 2.51 0.00 1.38 0.00 1.00 1.00 95 P6TN P6 173 12.45 8.48 0.29 0.29 22.59 10.28 0.89 0.89 0.89 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A3 465 15.5 18.0 1.00 0.15 2.11 0.00 1.17 0.00 1.00 1.00 75 P6TN P6TN 136 10.49 10.36 0.01 0.01 19.03 12.56 0.44 0.44 0.44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A4 375 12.5 16.5 1.00 0.15 1.71 0.00 0.94 0.00 1.00 1.00 75 P6TN P6TN 136 8.46 7.66 0.07 0.07 15.35 9.28 0.51 0.51 0.51 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A5 360 12.0 13.5 1.00 0.15 1.64 0.00 0.90 0.00 1.00 1,00 75 P6TN P6TN 136 8.12 6.01 0.19 0.19 14.73 7.29 0.66 0.66 0.66 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 2400 71.5 71.5=L eff. 10.91 0.00 6.02 0.00 EVwind 10.91 EVEQ 6.02 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph. Level: 2nd Panel Height= 10 ft. Seismic V i= 4.03 kips Design Wind N-S V i= 6.42 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind N-S V i= 17.33 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p c= 1.00 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) j (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A6 742 34.0 35.5 1.00 0.25 1.98 5.45 1.25 3.01 1.00 1.00 125 P6TN P6 219 42.56 74.68 -0.96 -0,96 74.34 90.53 -0.49 -0.49 -0.49 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A7 462 19,5 19.5 1.00 0.25 1.24 0.00 0,78 0.00 1.00 1.00 40 P6TN P6TN 63 7.76 23.53 -0.84 -0.84 12.36 28.52 -0.86 -0.86 -0.84 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A8 190 8.0 9,3 1,00 0.25 0.51 0.00 0.32 0.00 1.00 1.00 40 P6TN P6TN 64 3.19 4.58 -0.19 -0.19 5.08 5.55 -0.06 -0.06 -0.06 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 Int A9 166 7.0 7.0 1.00 0.25 0.44 0.00 0.28 0.00 1.00 1.00 40 P6TN P6TN 63 2.79 3.03 -0.04 -0.04 4.44 3.68 0.12 0.12 0.12 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10a* 203 5.5 10.8 1.00 0.25 0.54 1.32 0.34 0.73 1.00 1.00 195 tab R6 339 10.71 3.66 1.46 1.46 18.63 4.43 2.94 2.94 2.94 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. A10b* 637 17.3 20.5 1.00 0.25 1.70 4.14 1.07 2.28 1.00 1.00 194 P6 R6 339 33.50 21.88 0.70 0.70 58.43 26.52 1.92 1.92 4-42 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0,00 0.00 0.00 0,00 0,00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 91.3 91.3 =L eff. 6.42 10.91 4.03 6.02 1.00 EV,Mnd 17.33 L'VEQ 10.05 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: A10ab w dl= 250 plf V eq 4420.0 pounds V1 eq = 1068.6 pounds V3 eq = 3351.4 pounds V w= 7700.0 pounds V1 w= 1861.5 pounds V3 w= 5838.5 pounds v hdr eq= 151.1 plf • H head = A v hdr w= 263.2 plf 1 v Fdragl eq= 237 F2 eq= 745 • Fdragl w= 4 4 F2 ,- 1297 H pier= v1 eq = 194.3 plf v3 eq= 194.3 plf P6 E.Q. 5.0 v1 w= 338.5 plf v3 w= 338.5 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 10 _ Fdrag3 eq= • F4 e•- 745 feet • Fdrag3 w= 414 F4 w= 1297 2w/h = 1 H sill = (0.6 -0.14Sds) D 0.6D v sill eq= 151.1 plf P6 4.0 EQ Wind v sill w= 263.2 plf P6 feet OTM 44200 77000 R OTM 52529 64167 'I, . UPLIFT -291 449 Up above 0 0 UP sum -291 449 H/L Ratios: L1= 5.5 L2= 6.5 L3= 17.3 Htotal/L = 0.34 ► H ► 4 ►, Hpier/L1= 0.91 Hpier/L3= 0.29 L total = 29.3 feet SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 6.02 kips Design Wind E-W V i= 9.91 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.02 kips Sum Wind E-W V i= 9.91 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wnd Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 300 3.0 6.0 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 251 P4 R4 413 6.77 0,67 2.61 2.61 11.15 0.81 4.43 4.43 4.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B1 b* 250 2.5 5.5 1.00 0.15 1.03 0.00 0,63 0.00 1.00 1.00 251 P4 P4 413 5.64 0.51 2.80 2.80 9.29 0.62 4.73 4.73 4,33 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B2a* 350 3.5 10.8 1.00 0.15 1.45 0.00 0.88 0.00 1.00 1.00 251 P.4 P4 413 7.90 1,40 2.29 2.29 13.01 1.69 3.99 3.99 3,88 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B2b* 300 3.0 10.3 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 251 P4 P4 413 6.77 1.14 2.41 2.41 11.15 1.38 4.19 4.19 4.48 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a* 300 2.5 7.5 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 301 P4 P4 496 6.77 0.70 3.31 3.31 11.15 0.84 5.62 5.62 643 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3b* 300 2.5 7.5 1.00 0.15 1,24 0.00 0.75 0.00 1.00 1.00 301 P4 P4 496 6.77 0.70 3,31 3.31 11.15 0.84 5.62 5.62 642 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B4a* 300 4.7 7.9 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 161 P6 P6 265 6.77 1,37 1.35 1.35 11.15 1.66 2.37 2.37 1,37 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Bob* 300 4.7 7.9 1.00 0.15 1.24 0.00 0.75 0.00 1.00 1.00 161 P.6 P6 265 6.77 1.37 1.35 1.35 11.15 1.66 2.37 2.37 2,37 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0,00 0,00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0,00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0,00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 26.3 26.3=L eff. 9.91 0.00 6.02 0.00 �VW,,,d 9.91 EVEQ 6.02 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/2"): EQ = 350#< EQ (ALLOW) = 1031# SHEET TITLE: LATERAL E-W(side to side-left/right) WIND _- 580#<WIND (ALLOW) = 1444# CT PROJECT#: CT#14301:Plan 5019 ABD Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 4.03 kips De •n Wind E-W V i •45 cip• Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind E-W V i= •. . t • Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p - 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LpL Of C 0 w dl V level V abv. V level V-•v. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM Roan Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5 384 11.5 11.5 1.00 0.25 1.03 2.27 0.64 1.38 1.00 1.00 176 P6 P6 287 20.25 8.18 1.11 1.81 33.02 9.92 2.13 3.47 3.47 0 0.0 0.0 1.00 0.00 0.00 0 4 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6a* 117 3.5 5.5 1.00 0.25 0.31 0.38 0.20 0.23 1.00 1.00 122 R6T-N R6 198 4.26 1.19 1.08 1.08 6.94 1.44 1.94 1.94 4,94 0 0.0 0.0 1.00 0.00 0.0• 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6b* 208 6.3 11.3 1.00 0.25 4.56 0.69 0.35 0.42 1.00 1.00 123 R6TN R6 200 7.69 4.35 0.60 0.60 12.49 5.27 1.29 1.29 4-.26 0 0.0 0.0 1.00 0.0• 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B7a* 233 7.0 12.0 1.00 •. 5 0.63 0.77 0.39 0.47 1.00 1.00 123 R6TN R6 199 8.61 5.20 0.54 0.54 13.96 6.30 1.21 1.21 444 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B7b* 258 7.8 9.8 1 08 0.25 0.69 0.85 0.43 0.51 1.00 1.00 122 R6SN R6 199 9.43 4.68 0.67 0.67 15.43 5.67 1.38 1.38 4,36 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - • ;• • ....... : ! •• •,. •. - •' . 1 :• 1.00 1.00 376 P3 P3 614 30.09 3.96 3.56 3.56 49.14 4.80 5.85 5.85 5.85 - I 0.0 0.0 1.08 0.00 0.00 0.80 0.00 0.00 00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B10 84 2.0 2.0 1.00 0.25 0.23 0.35 0.14 0.21 00 0.40 439 P3 P6 288 3.51 0.25 2.45 2.45 5.76 0.30 3.75 3.75 3.75 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1 00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ABWP B11 84 2.0 2.0 1.00 0.25 0.23 0.35 0.14 0.21 00 0.40 439 P3 P6 288 3.51 0.25 2.45 2.45 5.76 0.30 3.75 3.75 3.75 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • ,!d ..•: t. • :.:• 0. . 1.00 0.70 251 P4 P6 283 6.15 0.76 1.90 1.90 9.92 0.92 3.18 3.18 3.18 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - Ext B13 166 4.0 4.0 1.00 0.25 0.45 0.67 0.28 0.42 1.00 0.80 218 P6 P6 279 6.99 0.99 1.80 1.80 11.16 1.20 2.99 2.99 2.99 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 '0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 2400 55.5 55.5 =L eff. 6.45 9.91 4.03 6.02 iV wind 16.36 I V EQ 10.05 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: Blab w dl= 150 plf V eq 1380.0 pounds V1 eq = 752.7 pounds V3 eq = 627.3 pounds V w= 2270.0 pounds V1 w= 1238.2 pounds V3 w= 1031.8 pounds v hdr eq= 120.0 p/f ► H head = A v hdr w= 197.4 plf 1 V Fdragl eq= 393 F2 eq= 327 A Fdragl w= ..6 F2 .- 538 H pier= vi eq= 250.9 plf v3 eq = 250.9 plf P4 E.Q. 5.0 vi w= 412.7 plf v3 w= 412.7 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 _ Fdrag3 eq= F4 e•- 327 feet A Fdrag3 w= 646 F4 w= 538 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq = 120.0 plf P6TN 3.0 EQ Wind v sill w= 197.4 plf P6 feet OTM 12420 20430 R OTM 4872 5951 I. UPLIFT 697 1337 Up above 0 0 UP sum 697 1337 H/L Ratios: Ll= 3.0 L2= 6.0 L3= 2.5 Htotal/L = 0.78 4 0 4 04 0 Hpier/L1= 1.67 -41 Hpier/L3= 2.00 L total = 11.5 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B2ab w dl= 150 plf V eq 1630.0 pounds V1 eq = 877.7 pounds V3 eq = 752.3 pounds V w= 2690.0 pounds V1 w= 1448.5 pounds V3 w= 1241.5 pounds ► ► v hdr eq= 77.6 plf • H head = A v hdr w= 128.1 plf 1 v Fdragl eq= 606 F2 eq= 519 A Fdragl w= '00 F2 ,- 857 H pier= v1 eq = 250.8 plf v3 eq = 250.8 plf P4 E.Q. 5.0 vl w= 413.8 plf v3 w= 413.8 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 . Fdrag3 eq= •s• F4 e.- 519 feet A Fdrag3 w= 1000 F4 w= 857 2 w/h = 1 H sill = (0.6- 0.14Sds) D 0.6D v sill eq = 77.6 plf P6TN 3.0 EQ Wind v sill w= 128.1 plf P6TN feet OTM 14670 24210 R OTM 16246 19845 * T UPLIFT -77 215 Up above 0 0 UP sum -77 215 HIL Ratios: L1= 3.5 L2= 14.5 L3= 3.0 Htotal/L = 0.43 0 4 0 4 0 Hpier/L1= 1.43 Hpier/L3= 1.67 L total = 21.0 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B3ab w dl= 150 plf V eq 1500.0 pounds V1 eq = 750.0 pounds V3 eq = 750.0 pounds V w= 2480.0 pounds V1 w= 1240.0 pounds V3 w= 1240.0 pounds ► ► v hdr eq= 100.0 plf ► H head = A v hdr w= 165.3 plf 1 v _ Fdragl eq= 500 F2 eq= 500 A Fdragl w= ;.7 F2 ,- 827 H pier= v1 eq = 300.0 plf v3 eq = 300.0 plf P4 E.Q. 5.0 vi w= 496.0 plf v3 w= 496.0 plf P4 WIND feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= s F4 e.- 500 feet A Fdrag3 w= 827 F4 w= 827 2w/h = 1 H sill = (0.6 - 0.14Sds) D 0.6D v sill eq= 100.0 plf P6TN 3.0 EQ Wind v sill w= 165.3 plf P6 feet OTM 13500 22320 R OTM 8289 10125 i UPLIFT 364 851 Up above 0 0 UP sum 364 851 H/L Ratios: L1= 2.5 L2= 10.0 L3= 2.5 Htotal/L= 0.60 4 ► 4 104 ► Hpier/L1= 2.00 til lo Hpier/L3= 2.00 L total = 15.0 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B4ab w dl= 150 plf V eq 1500.0 pounds V1 eq = 750.0 pounds V3 eq = 750.0 pounds V w= 2480.0 pounds V1 w= 1240.0 pounds V3 w= 1240.0 pounds ► ► v hdr eq= 94.7 plf ► A H head = A v hdr w= 156.6 plf 1 v Fdragl eq= 308 F2 eq= 308 A Fdrag l w= 'f 9 F2 .- 509 H pier= vl eq= 160.6 plf v3 eq= 160.6 plf P6 E.Q. 5.0 vi w= 265.5 plf v3 w= 265.5 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= s; F4 e.- 308 feet A Fdrag3 w= 509 F4 w= 509 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq = 94.7 plf P6TN 3.0 EQ Wind v sill w= 156.6 plf P6 feet OTM 13500 22320 R OTM 9243 11291 UPLIFT 281 727 Up above 0 0 UP sum 281 727 H/L Ratios: L1= 4.7 L2= 6.5 L3= 4.7 Htotal/L= 0.57 4 ► 4 ►4 ► Hpier/L1= 1.07 ► Hpier/L3= 1.07 L total = 15.8 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B6ab w dl= 250 plf V eq 1200.0 pounds V1 eq = 430.8 pounds V3 eq = 769.2 pounds V w= 1940.0 pounds V1 w= 696.4 pounds V3 w= 1243.6 pounds ► ► v hdr eq= 87.3 plf ► A H head = A v hdr w= 141.1 plf 1 v _ Fdragl eq= 125 F2 eq= 224 A Fdrag1 w= 93 F2 .- 362 H pier= vi eq= 123.1 plf v3 eq = 123.1 plf P6TN E.Q. 6.0 vi w= 199.0 plf v3 w= 199.0 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 10 I Fdrag3 eq= F4 e.- 224 feet A Fdrag3 w= 203 F4 w= 362 2w/h = 1 H sill = (0.6-0.14Sds) D 0.6D v sill eq= 87.3 plf P6TN 3.0 EQ Wind v sill w= 141.1 plf P6TN feet OTM 12000 19400 R OTM 11608 14180 v 7 UPLIFT 30 399 Up above 0 0 UP sum 30 399 H/L Ratios: L1= 3.5 L2= 4.0 L3= 6.3 Htotal/L= 0.73 4 0 4 041 0 Hpier/L1= 1.71 Hpier/L3= 0.96 L total = 13.8 feet JOB#: CT# 14301: Plan 5019 ABD SHEARWALL WITH FORCE TRANSFER ID: B7ab w dl= 250 plf V eq 1800.0 pounds V1 eq = 854.2 pounds V3 eq = 945.8 pounds V w= 2940.0 pounds V1 w= 1395.3 pounds V3 w= 1544.7 pounds ► v hdr eq= 96.0 plf ` H head = A v hdr w= 156.8 plf 1 u Fdragl eq= 182 F2 eq= 202 A Fdragl w= t8 F2 ,- 330 H pier= vi eq= 122.0 plf v3 eq = 122.0 plf P6TN E.Q. 4.0 vi w= 199.3 plf v3 w= 199.3 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 10 _ Fdrag3 eq= : F4 e.- 202 feet • Fdrag3 w= 298 F4 w= 330 2w/h = 1 H sill = (0.6 -0.14Sds) D 0.6D v sill eq= 96.0 plf P6TN 5.0 EQ Wind v sill w= 156.8 plf P6 feet OTM 18000 29400 R OTM 21585 26367 v . UPLIFT -198 168 Up above 0 0 UP sum -198 168 H/L Ratios: L1= 7.0 L2= 4.0 L3= 7.8 Htotal/L= 0.53 4 0 4 04 0 Hpier/L1= 0.57 Hpier/L3= 0.52 L total = 18.8 feet • ^.l:l fJ��tp. • ,APA :; iTopacs. . Iv }fir • TT-100F APRIL 20'14 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012). Recommended design values for engi- neered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained. For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 �1 2014 APA—The Engineered Wood Associa lion PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ = 350#< EQ (ALLOW) = 1031# WIND = 580#<WIND (ALLOW) = 1444# Table 1. Recommended Allowable Desi: i Value or APA Portal Frame Used on a Ri!id-Base Minimum Width Maximum ight Allowable Design(ASD)Values per Frame Segment (in.) (ft Shears"M(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 I ,12 ( J7 `I) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) oundation for Wind or Seismic Loading('''''`�31 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • (1575 WIND) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap F2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sidese()off sf opehningeathing . . _ Il opposite sid Pony wall , . II1FT:: height ' ,z..g}['S.sr to � ', r � �_ t ,.-;� ...+t ;,r Fasten top plate to header `s** �► 31i t;x.01 1 k '�` +• with two rows of 16d iiia i { "�il '`` sinker nails at 3"o.c.typ tv+4 ns`w :.,w...,...,.,,.. a.,e.. k 4•�`" ,:r;_.,.,. al Via• V ti Fasten sheathing to header with 8d common or :. Min.3/8"wood structural 12' w • galvanized box nails at 3"grid pattern as shown /panel sheathing max total 4 Header to jack-stud strap per wind design. . / wallMin 1000 lbf on both sides of opening opposite • ' A height • r• side of sheathing. r 9 If needed,panel splice edges w shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" - I nailed to common blocking max ` " thick wood structural panel sheathing with within middle 24"of portal height ; l.l. 8d common or galvanized box nails at 3"o.c. . height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. R r nailing is required in each • - - panel edge. Min length of panel per table 1 _ Typical portal frame construction Min(2)3500 lb strap-type hold-downs N (embedded into concrete and nailed into framing) Min double 2x4 post(king \-- and jack stud).Number of Min reinforcing of foundation,one#4 bar ,�,_ jack studs per IRC tables II top and bottom of footing.Lap bars 15"min. '3.` R502.5(1)&(2). I t t . �: t , I'la Ili1 Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6- concreteoand nailed into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA-The Engineered Wood Association Ii References APA, 2004, Confirmation of Seismic Design Coefficients for the APA.Portal Frame, APA Report T2004-59, APA--The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Ivlininmm Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed) Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So. 19th St.■Tacoma,Washington 98466■(253)565-6600•Fax:{253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@opowood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application PA of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Assoc iatt ns 180 Nickerson St. C T ENGINEERING Suite 302 I'� A7J6d. A DSeattle,wAProject: -ft �� �R Date: ��, (206) (20G)285-4512 ��/ 2`3r ,3,2- �5 C -2,43Q5,6,..5..-2) PAX: Client: �-��1�'`'� � Page Number: (20Ci)265-0618 I ' C AsVn On---=Ast)(AA/L) -�' 50 LIQ`` )21` P te t 8 s--- c_K Fvf2- �7 np 60_ Pt- 46' erat4DILL1 r )� 65-04/16 6)(0,-6/e_ \ ‘5 06 WZ3 (060,q) cop - - p h ())e,7) at (Le ._ 41) ---__ 61,21,4- Yl‘ co`' D{ - 5` ' � XLH1-)/(2) 44- of= o,;6°u AR), /2,01Z 112. -4- ,��, M Palf- Ae,v)-11 ! r G, . Nun__ la) ,&1.44- V`‘in Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL G3 ),') Table 2.2A Uplift Connection Loads from Wind • (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) : Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'2'3,4,5,6,7 Design Dead Load 12. 118 128 1 140 164 190 219 249 281 ' 315 369 M 24 195 213 232 '272 315 362 412 465 521 612 61 0 psf8 36 272 298 324 380 441 506 576 650 729 856 z M 48 350 383 417 489 567 651 741 836 938 1100 rR 7) . 60 428 468 509 598 693 , 795 906 1022 1146 1345 0 . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231 278 328 381 437 528 r 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 6892 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 $,:i'. 20 psf 36 32 58 84 140 201 266 336 410 489 616 II 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 • 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, f multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 12 i 16 1 19.2 1 24 I 48 • • Multiplier 1.00 1.33 1.60 2.00 4.00 :I 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wailor `• wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) 1.. for each full wall above. '1 .. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ?L'-,\ ,:= header/girder span (ft.). Cripple studs need only be attached per typical uplift requirements. <`r_ 7 For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length -':•':!",-,'... includes the overhang length and the jack span. ; �r�: 1-y'- s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. 1:;filth. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING suite 302 a/�j ) / INC. Seattle,WA �Y1 )CAt— 5)1V1 F44/110/ iR • 98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 i \A/MD (it- 712))45 wpt LL E2t r i)ory -.1)1!s \(\bkDD ogost MMJ4i r 1 ) J11J� =— Ho MQ u.L-7 . 1iv,414.7.:- 3(-- IS Pte- ,DZ • • .' 0 , 2A_ • s r 8_C,�ckNAav TPS s ► 56 Epp l�8 1�" op t— ML-Trn) 41.1 egnIeFe0a3 fttP/ii(E5 2)1 -0W1114 `s> This • CCoRkrt5A -6( 2 12 - ( 4)(7) 1,0)( 6,0 a 4. ,/0,44_ P, A5.t (40 6)ing- --fTviA• -- 4-01 Roit4' 4z7/2) (0,&) 3*--(v . 06- (I) -rip GvsoRndo e 64. P .V. • • st-6 TO, e-mwiler.%-om.; '4, c AVSYtnes e ftooz -2) Ft,11-25(L- 42- a-- (SY nm) ---- 6614F Dv,i4x\I Structural Engineers TRUSS TO WALL CONNECTION ';i'i Vial ill `; # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES ill'I III I i PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400 ,,l') 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5,16 nui 1 SDWC15600 - - 411', I i', 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" in!li /141 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. t i r/0 2.'0 2 (2)SDWC15600 - - '/!►i 7i(I 3 (3)SDWC15600 - - IV, ....315 ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. `111 ... 0.131" X 3" TOENAIL •- w sow [Jr I H2.5A & SDWC15600 STYLECOMMON/GIRDER TRUSS �- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION PI" VIAI UH I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI 11 PUSS 1 H1 (6) 0.131' X 1.5" (4) 0.131' X 2.5" +00 415 1 H2.5A (5) 0.131' X 2.5' (5) 0.131' X 2.5" !-,55 L I 1117 -- 1 SDWC15600 - - 41, 115 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1010 MO 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 10711 2.211 2 (2)SDWC15600 - - 971i- 2.)0 3 (3)SDWC15600 - - 1411;5 .541-, ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR H2.5A AND Bd AT 6" O.C. "••..�• SDWC STYLE �''••.• `•. CONNECTIONSal 2X VENTED BLK'G. 1111111Wit/. *I* I ' III I H2.5A & SDWC15600 STYLE COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4 "= 1'-0" (BEAM/HEADER AT SIMILAR) 19 I TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT E N G I N E E R I N G Suite 302 I N C. Seattle,WA p 98109 Project: f LrII sang RB D Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 FpoAOfl7It : 2oao pJf • • • Roc,F • ul ' Coo p,r1) l` �• ) • + Uopa7)0 `) z 1040. p1 • UPPP ,tl,• " t..($5 ',1)( �*.. ) +Itops4)(I.') z ist • P . ` ss f�, • `• ') • t s C►tnwW PA�t; l• u ( P 5 • j • 5 • Olja : LI • Zoo . b 415(3!p-C-1.-)1 (1/11. )C:14/119:: - • 13 3 i. i. ; W�oT ., ' nA pt • ;,, 2 P• _ l L•3 ii p� oo r • • . t . • .i.. CP-14f- �,•: 11,4:0-1 0 E-- St�,1)�� - H 4 r i_.. ;: : j ; 1 --1-.:-.'---!--;.-!---7--3.--.1 __I • • i I 1 .F ... t I ..- i ! j . S i' • i } i r .. t -i 1 i t i. t _ _ I - • • : • I • r 1. _ ?. , •.. .. • 3 : . ' i • • 1 • • i Structural Engineers Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 5:56PM, 9 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (0)1983-2003 ENERCALC Engineering Software plan 5019 abd.ecw:Calculations Description 5019ABD- FTG F1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 II Dead Load 1.200 k Footing Dimension 1.500 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 _Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0003 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % LSummary 1 Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,991.67 psf Vu:Actual One-Way 2.55 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 658.33 psf Vu:Actual Two-Way 19.08 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.58 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 4:09PM, 23 FEB 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software plan 19 abd.ecw:Calculations Description 5019ABD-FTG F2 _General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 il Dead Load 4.500 k Footing Dimension 3.000 ft Live Load 12.100 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0011 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0015 % II Summary ' Footing OK 3.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,969.44 psf Vu:Actual One-Way 29.55 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 625.00 psf Vu:Actual Two-Way 81.04 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 2.55 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 7.42 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's J2 MAIN 12-7-15 S Roseburg 7:55am A Forest Products Compare 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 PSF Deflection Criteria: L1480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 1 1r 7 7o 1020 11 so 2930 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 238# -- 2 7' 7.000" Wall DFL Plate(625psi) 3.500" 3.500" 706# -- 3 17' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 889# -- 4 29' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 334# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 193#(145p1f) 45#(33p11) 2 562#(421p1f) 145#(108p1f) 3 690#(517plf) 200#(150plf) 4 262#(196plf) 72#(54plf) Design spans 7' 4.375" 10' 2.000" 11' 3.375" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 801.'# 3640.'# 21% 23.95' Odd Spans D+L Negative Moment 935.'# 3640.'# 25% 17.75' Adjacent 2 D+L Shear 474.# 1420.# 33% 17.75' Adjacent 2 D+L End Reaction 334.# 1316.# 25% 29.25' Odd Spans D+L Int.Reaction 889.# 1935.# 45% 17.75' Adjacent 2 D+L TL Deflection 0.0580" 0.5641" L/999+ 23.95' Odd Spans D+L LL Deflection 0.0473" 0.2820" L/999+ 23.95' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER StrO Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED PACIFIC LUMBER&TRUSS ® BEAVERTON,OREGON ""Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 Roseburg .11 MAIN 12-7-15 7:53am .%Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEneine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 PSF Deflection Criteria: L1480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 i 1780 o � 17 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 617# -- 2 17' 8.000" Wall DFL Plate(625psi) N/A 1.750" 617# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 475#(356p11) 142#(107p1f) 2 475#(356p1f) 142#(107p1f) Design spans 17' 9.750" Product: DBL 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2750.'# 7280.'# 37% 8.83' Total Load D+L Shear 617.# 2840.# 21% 0' Total Load D+L TL Deflection 0.2633" 0.8906" L/811 8.83' Total Load D+L LL Deflection 0.2026" 0.4453" L/999+ 8.83' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications 503-858-9663